Finite element modelling of structural stainless steel cross-sections

Ashraf, Mahmud; Gardner, Leroy; Nethercot, D.A.

doi:10.1016/j.tws.2006.10.010

Cited by 146 publications

(73 citation statements)

References 21 publications

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“…This process induces plastic deformations, resulting in strength enhancements, which are most notable in the corner regions. It has been both experimentally [37,38] and numerically [29,39] verified that the high corner strength enhancements are not restricted only to the curved portions of the section, but also extend into the adjacent flat parts by a distance approximately equal to two times the cross-section thickness. This finding has been adopted in the present numerical study by assigning corner material properties to both of the aforementioned regions.…”

Section: Basic Modelling Assumptionsmentioning

confidence: 95%

“…Hence, it is necessary to include suitable geometric imperfections into the FE models in order to accurately replicate the observed experimental response. Previous numerical studies [29,39,45,46] have adopted an imperfection pattern along the member length in the form of the lowest buckling mode shape, which was determined by performing a prior elastic eigenvalue buckling analysis; this approach was also employed herein. Upon the incorporation of the initial geometric imperfection into the FE model, geometrically and materially nonlinear analyses were carried out, using the modified Riks method [28] to trace the full load-deformation response of the specimens, including the post-ultimate path.…”

Section: Basic Modelling Assumptionsmentioning

confidence: 99%

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Behaviour of structural stainless steel cross-sections under combined loading – Part II: Numerical modelling and design approach

Zhao

Rossi

Gardner

et al. 2015

Engineering Structures

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In parallel with the experimental study described in the companion paper [1], a numerical modelling programme has been carried out to investigate further the structural behaviour of stainless steel cross-sections under combined loading. The numerical models, which were developed using the finite element (FE) package ABAQUS, were initially validated against the experiments, showing the capability of the FE models to replicate the key test results, the full experimental load-deformation histories and the observed local buckling failure modes.Upon validation of the FE models, parametric studies were conducted to generate additional structural performance data over a wide range of cross-section slenderness and combinations

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Section: Basic Modelling Assumptionsmentioning

confidence: 95%

Section: Basic Modelling Assumptionsmentioning

confidence: 99%

Behaviour of structural stainless steel cross-sections under combined loading – Part II: Numerical modelling and design approach

Zhao

Rossi

Gardner

et al. 2015

Engineering Structures

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“…1. The material parameters reported in Tables 3 and 4 are the Young's modulus E, the static 0.2% proof stress σ0.2, the static 1% proof stress σ1.0, the static ultimate tensile stress σu, the plastic strain at fracture εf, (based on elongation over the standard gauge length equal to 5.65 c A , where Ac is the crosssectional area of the coupon) and the strain hardening exponents n and n'0.2,1.0 used in the compound Ramberg-Osgood material model (Mirambell and Real 2000;Rasmussen 2003 andAshraf et al 2006). The early region of the stress-strain curve which was affected by the initial curvature of the coupons was not considered for the calculation of the Young's modulus.…”

Section: Materials Testsmentioning

confidence: 99%

Experimental Study of Cold-Formed Ferritic Stainless Steel Hollow Sections

2013

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Stainless steel is gaining increasing usage in construction owing to its durability, favorable mechanical properties and its aesthetic appearance, with the austenitic grades being the most commonly utilized. Austenitic stainless steels have a high nickel content (8%-11%), resulting in high initial material cost and significant price fluctuations; this, despite its desirable properties, represents a considerable disadvantage in terms of material selection. Ferritic stainless steels, having no or very low nickel content, may offer a more viable alternative for structural applications, reducing both the level and variability of the initial material cost, while maintaining adequate corrosion resistance. There is currently limited information available on the structural performance of this type of stainless steel. Therefore, to overcome this limitation, a series of material, cross-section and member tests have been performed, covering both the standard EN 1.4003 grade (similar to the chromium weldable structural steel 3Cr12) and the EN 1.4509 grade (441), which has improved weldability and corrosion resistance. In total, twenty tensile coupon tests, sixteen compressive coupon tests, eight stub column tests, sixteen flexural buckling tests and eight in-plane bending tests were carried out. Precise measurements of the geometric properties of the test specimens, including the local and global geometric imperfections were also made. The experimental results are used to assess the applicability of the current European (EN 1993(EN -1-4:2006 and North American (SEI/ASCE-8:2002) provisions to ferritic stainless steel structural components. In addition, the relative structural performance of ferritic stainless steel to 1 PhD Student, Dept. of Civil and Environmental Engineering, South Kensington Campus, Imperial College London, London SW7 2AZ,U.K. (corresponding author) E-mail: sheida.afshan06@imperial.ac.uk 2 Reader, Dept. of Civil and Environmental Engineering, South Kensington Campus, Imperial College London, London SW7 2AZ, U.K. E-mail: leroy.gardner@imperial.ac.uk 2 that of more commonly used stainless steel grades is also presented, showing ferritic stainless steel to be an attractive choice for structural applications.

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“…(3), where σ 0.2 is the tensile 0.2% proof stress and σ cr is the elastic critical buckling stress of the most slender constituent plate element in the section, determined on the basis of the flat width of the element. This imperfection amplitude prediction model has been successfully employed for the modelling of lean duplex stainless steel welded I-sections in compression and bending [8], and further similar applications [6,7,27]. The imperfection amplitude ω D&W is given by Eq.…”

Section: Basic Modelling Assumptionsmentioning

confidence: 99%

Experimental study of the shear response of lean duplex stainless steel plate girders

Saliba

Gardner

2013

Engineering Structures

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An experimental and numerical study of the shear response of lean duplex stainless steel plate girders is described in this paper. A total of nine welded plate girders were tested. Lean duplex stainless steel, which is a low nickel variety of the material, has approximately twice the strength of the common austenitic grades and at approximately half the initial cost. It also possesses good corrosion resistance and high temperature properties, as well as adequate weldability and fracture toughness. Two web panel aspect ratios and a range of web slendernesses were considered. The results from the experiments, including the full load-deformation histories and failure models are reported. A numerical investigation was carried out in parallel with the testing. The models were first validated against the experimental results after which parametric studies were performed to generate data for a wider range of cross-sections. The generated experimental and numerical data were used to assess the shear resistance design equations given in Eurocode 3: Part 1.4. The current design provisions were shown to be safely applicable to lean duplex stainless steel, though improved guidance is sought in further ongoing research. Saliba, N. and Gardner, L. (2013). Experimental study of the shear response of lean duplex stainless steel plate girders. Engineering Structures. 46,[375][376][377][378][379][380][381][382][383][384][385][386][387][388][389][390][391]

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Finite element modelling of structural stainless steel cross-sections

Abstract: Stainless steel's characteristic nonlinear, rounded stress-strain behaviour requires accurate recognition in numerical modelling. Its response to cold-working is far more

Cited by 146 publications

References 21 publications

Behaviour of structural stainless steel cross-sections under combined loading – Part II: Numerical modelling and design approach

Behaviour of structural stainless steel cross-sections under combined loading – Part II: Numerical modelling and design approach

Experimental Study of Cold-Formed Ferritic Stainless Steel Hollow Sections

Experimental study of the shear response of lean duplex stainless steel plate girders

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